PHYSICAL-MECHANICAL CHARACTERISTICS OF CEMENT-BONDED …jestec.taylors.edu.my/Vol 12 issue 8 August 2017/12_8_18.pdf · 2017-07-31 · Physical-Mechanical Characteristics of Cement-Bonded

Journal of Engineering Science and Technology Vol. 12, No. 8 (2017) 2254 - 2267 © School of Engineering, Taylor’s University

2254

PHYSICAL-MECHANICAL CHARACTERISTICS OF CEMENT-BONDED KENAF BAST FIBRES COMPOSITE

BOARDS WITH DIFFERENT DENSITIES

B. AHMED AMEL1,*, M. TAHIR PARIDAH

2, S. RAHIM

3,

P. S. H’NG4, A. ZAKIAH

5, AHMED S. HUSSEIN

6

1Department of Material Science, Institute of Engineering Research and Materials Technology,

National Center for Research, Ministry of Science and communications, Khartoum, Sudan 2Laboratory of Biocomposite Technology, Institute of Tropical Forestry and Forest

Products, Universiti Putra Malaysia, 43400 UPM Serdang, Selangor DarulEhsan Malaysia 3Forest Products Division, Forest Research Institute Malaysia (FRIM), 52109 Kepong,

Selangor Darul-Ehsan, Malaysia 4Faculty of Forestry, Universiti Putra Malaysia, 43400 UPM Serdang, Selangor Darul Ehsan Malaysia 5Faculty of Civil Engineering, UniversitiTeknologi MARA (UiTM), 40450 Shah Alam, Selangor, Malaysia 6Department of Chemistry, College of Sciences and Arts - Alkamil, University of Jeddah,

Box 110 21931, Alkamil,Saudi Arabia

*Corresponding Author: [email protected]

Abstract

This study was carried out to explore the potential of kenaf bast fibres (KBFs) for

production of cement-bonded kenaf composite boards (CBKCBs). More than

70% of the KBFs were of size >3.35 mm and length of 31±0.4 mm, therefore,

they were used for CBKCBs production. The CBKCBs with the dimensions of

450 × 450 × 12 mm were produced using cement (C): KBF with proportion of

(2:1) and different board densities (BD) namely 1100, 1300 and 1500 kg/m3. The

CBKCBs were first cured in a tank saturated with moisture for 7days, and then

kept at room temperature for 21 days. Mechanical and physical properties of the

CBKCBs were characterized with regards to their modulus of rupture (MOR),

modulus of elasticity (MOE), internal bond (IB), water absorption (WA), and

thickness swelling (TS). Results of the tested CBKCBs revealed that the MOR

increased while the MOE decreased due to uniform distribution of KBFs. It was

found that loading of KBFs has a negative influence on the internal bond (IB) of

the CBKCBs; the IB was reduced as KBFs tend to balling and making unmixed

aggregates with the cement. These results showed that the CBKCB is a promising

construction material that could potentially be used in different structural

applications due to their good mechanical characteristics.

Keywords: Kenaf bast fibres, Board density, Mechanical properties, Dimensional

stability.

Physical-Mechanical Characteristics of Cement-Bonded Kenaf Bast . . . . 2255

Journal of Engineering Science and Technology August 2017, Vol. 12(8)

Nomenclatures

A Cross sectional area of the specimen

b Mean width of the tested specimen

C Weight of cement

d Mean thickness of the tested specimen

L Span between centres of support

m1 Weight of the tested specimen before immersion

m2 Weight of the tested specimen after immersion

MC Moisture content

P Maximum load for the tested specimen or Probability

t1 Mean thickness of the tested specimen before immersion in water

t2 Mean thickness of the tested specimen after immersion

W Weight of KBF

Wt Weight of water

Greek Symbols

ΔP Increment in load

ΔW Increment in deflection corresponding to ΔP

Abbreviations

ANOVA Analysis of Variance

BS British Standard

CBKCBs Cement-bonded kenaf composite boards

IB Internal bond

KBFs kenaf bast fibres

LSD Least Significant Difference

MOE Modulus of elasticity

MOR Modulus of rupture

MS Malaysian Standard

SAS Statistical Analysis System

TPU Taman Pertanian Universiti

TS Thickness swelling

WA Water absorption

1. Introduction

Asbestos fibres have been widely used in construction industries, but

unfortunately, they are considered as a hazardous material which affects the

human health. Therefore, due to the health and environmental awareness the

academicians and researchers started to find alternative fibres for development of

construction materials. Replacement of asbestos fibres by synthetic and natural

fibres has been carried out in numerous laboratories [1]. Wood and other

vegetable materials in form of fibres or particles have been widely used with

cement matrices to manufacture different construction materials [2-3]. Natural

fibres are lignocellulosic materials, which are affordable and available abundantly

in most tropical and subtropical countries [4]. These natural fibres can be obtained

from the leaves, stems, and fruit of the vegetable materials. Recently production

of the natural fibres has increased tremendously and the quantity produced by the

Asian countries was estimated to be approximately 30 million tons per year [5].

2256 Amel B. A. et al.


The natural fibres are usually being incorporated into the cement matrix either in

discrete or discontinuous forms. The major role of these fibres is to reinforce, i.e.,

to enhance tensile strength, prevent cracking of the matrix.

Cement-bonded composite was first developed in Europe in 1900 and was

comprised of wood particles bonded with magnesite [6]. Portland cement has

been the main reinforcing agent used in the production of cement-bonded boards.

The production of such boards became commercially important worldwide [7].

There is an increased interest in cement-bonded boards especially in the

developing countries [7]. Therefore; researchers have evaluated suitability of

different lignocellulosic materials for the manufacture of cement-bonded boards

[8-10]. It is a great advantage to use natural fibres as a construction material in the

form of cement bonded composite [11].

Recent studies have revealed that coir, coconut husk, sisal, corn stalk, hemp,

flax, eucalyptus, and pineapple leaf fibres can successfully be incorporated into

cement to produce low-cost building materials [1, 12]. The increased interest in

cement-bonded boards is attributed to the widespread availability of major raw

materials mainly wood, natural fibres and cement, the enhanced properties of

these fibres [13], as well as the availability and simplicity of the technology used

for boards production.

The cement-bonded boards produced in Malaysia have been considered to be

suitable for building applications, partitioning and floor tiles. The acceptability of

these composites is mainly due to their good dimensional stability, high resistance

to insect attack, decay and fire, good insulation properties and good nailing ability

[14]. However, wood-cement composites such as cement-bonded boards are well

suited as the major components of most low-cost housing but their applications

started to decrease due to high cost of resins and machinery necessary for their

production [15]. It is also necessary to ensure that the strength and properties of

the produced boards meet the accepted standards assigned for the wood-cement

composites so that they can compete in the local markets.

This study is designed to produce cement-bonded kenaf composite boards and

determine the effects of both board density and quantity of kenaf bast fibres on

bending, internal bond strength and dimensional stability of the boards.

2. Materials and Methods

2.1. Materials

Kenaf (sp. V36) fibres were obtained from a local plantation source Taman Pertanian

Universiti (TPU), Universiti Putra Malaysia, Serdang, Malaysia. Separation of the

kenaf bast fibres from the stem was carried out using a decorticator machine. The

separated kenaf bast fibres were successfully ground using fiber cutter and screened

using a vibrating screen with different pore sizes (0.25, 0.5, 1, 1.4, 2, 2.8, 3.35 and

>3.35 mm). Ordinary Portland cement was used as an inorganic binder.

2.2. Method

2.2.1. Fibres size distribution

The fibres size distribution analysis was carried out according to a method

reported by Rahim [16]. The fibres are classified into eight different sizes: 0.25,



0.5, 1, 1.4, 2, 2.8, 3.35 and >3.35 mm. However, to depict the actual size

distribution, the percentage of KBFs retained in each fraction was calculated

based on the initial dry weight. For more accuracy, each measurement was carried

out in two replicates. About 100 pieces of individual KBFs were randomly taken

from each of these samples for the measurement of fibres length and thickness.

The KBFs retained at >3.35 mm sieve was selected to be used in this study since

they represent >70% of the screened KBFs.

2.2.2. Manufacturing of CBKCBs

The cement: KBFs ratio used was 2:1, based on the air-dried weight of KBFs. Each

board was produced in three replicates with the dimensions of 450 × 450 × 12 mm

and at three different board densities of 1100, 1300 and 1500 kg/m3. The

calculation for the total amount of water added was based on the Eq. (1).

𝑊𝑡 = 0.35 𝐶 + (0.30 − 𝑀𝐶) 𝑊 (1)

where; Wt is the weight of water (g), C is the weight of cement (g), W is the

weight of KBF (g) and MC is the moisture content. The CBKCBs were produced

as follows; the KBFs were first placed in a cement mixer then the predetermined

amount of water was added, and they were thoroughly mixed.

A calculated amount of ordinary Portland cement was added and the

mixing process continued until a uniform mixture was obtained. The mixture

was then manually consolidated into the mould and pressure of 480 kg/cm2

was applied on the boards until 12 mm thickness was reached. The boards

were then clamped for 24 hours and hardened under controlled temperature of

65±3ºC inside a hardening chamber. Then the pressure was released and the

boards were removed from the moulds. They were first cured in a curing tank

at a relative humidity (RH) of 90±5% for about 7 days and then at room

temperature and RH of 80±5% for 21 days to ensure a complete hydration of

the cement. The mechanical properties (modulus of rapture (MOR), modulus

of elasticity (MOE) and internal bonding (IB)), and dimensional stability

(water absorption (WA) and thickness swelling (TS)) of the boards were

tested according to the Malaysian Standard specification for wood cement

boards (MS 934:1986). The testing specification of this standard is almost

identical to the British Standard specification for cement-bonded

particleboard (BS 5669:1989).

Mechanical properties

Ten samples were used for each test to obtain the average of MOR, MOE and IB.

The cured boards were trimmed and cut into different sizes as prescribed in the

Malaysian Standards for bending strength with dimensions of 100 mm width,

225 mm length and 12mm thickness Each test specimen was supported

horizontally on parallel metal rollers having a diameter of 20-25 mm. The center-

to-center spacing of the rollers was 200 mm (16 × thickness of the board to the

nearest 25 mm). A load was applied at the center of the tested specimen, until the

maximum load was reached. The crosshead speed of the load was set at 3

mm/min in order to ensure that failure occurred between 30 and 120 seconds. The

MOR was calculated according to the Eq. (2).



𝑀𝑂𝑅 (𝑀𝑃𝑎) =3𝑃𝐿

2𝑏𝑑2 (2)

where P is the maximum load for the tested specimen (N), L is span between

centres of support (mm), b is the mean width of the tested specimen (mm), d is

the mean thickness of the tested specimen (mm); The calculation of the MOE was

made based on the Eq. (3).

𝑀𝑂𝐸 (MPa) =𝐿3∆𝑃

4𝑏𝑑3

∆𝑊 (3)

where, L, b, d are stand for span, width and thickness, respectively as

mentioned in Eq. (2)., ΔP is the increment in load (N), ΔW is the increment in

deflection (mm) corresponding to ΔP. The internal bonding specimens were

prepared with dimensions 40 × 40 mm. The dimensions and weight of each

tested specimen were taken prior to gluing on both surfaces, which were then

sandwiched between two metal blocks. The specimens were then kept in a

conditioning room for 24 hours prior testing. All the specimens were tested at a

crosshead speed of 2.5 mm/min in order to ensure that the failure of the tested

specimens occurred between 30 and 120 seconds. The IB strength was

calculated based on the Eq. (4).

𝐼𝐵 (𝑀𝑃𝑎) =𝑃

𝐴 (4)

where P is the maximum load applied on the tested specimen (N), A is the cross-

sectional area of the specimen (mm2).

Dimensional stability

The same specimens were used for determination of both water absorption and

thickness swelling simultaneously. The dimensions of the specimens were (100

× 100 mm). Each specimen was tested in ten replicates. For the thickness

swelling test, a permanent line was drawn approximately 25 mm from one edge,

and, later, three cross marks were made along that line at distances of 25, 50

and 75 mm. Each test specimen was immersed in fresh clean water at ambient

temperature, and arranged in a vertical position to ensure that all specimens

were covered by approximately 15 mm of water. The edges of each test

specimen were separated by a distance of at least 10 mm from one another, and

from the bottom of the container. Readings were taken at each 2 hours until a

total of 106 hours soaking, and then each test specimen was withdrawn from the

water, wiped with a damp cloth and weighed. The water absorption of the test

specimen was calculated using the Eq. (5).

𝑊𝐴 (%) =(𝑀2−𝑀1)

𝑚1× 100 (5)

where, m1 = weight of the tested specimen before immersion (g), m2= weight of

the tested specimen after immersion for 2 and 24 hours (g); the thickness of each

tested specimen was re-measured at the same cross marks. The thickness swelling

of the tested specimen was calculated based on the Eq. (6).

𝑇𝑆 (%) =(𝑡2−𝑡1)

𝑡1 (6)

where, t1 = mean thickness of the tested specimen before immersion in water, t2 =

mean thickness of the tested specimen after immersion.



2.2.3. Statistical analysis

The data were statistically analysed using Statistical Analysis System (SAS)

software. Analysis of Variance (ANOVA) was used to examine the effect of board

density on properties of CBKCB. Least Significant Difference (LSD) method was

used for further evaluation of the effect of board density. LSD ranks the means and

calculates the minimum value to be significantly different with each other at p≤

0.05. Means followed by the same letter are not significantly different.

3. Results and Discussion

3.1. Fibres size distribution

Kenaf bast fibres produced in this study were evaluated based on fibre size

distribution, an average width/thickness and length of the fibres. The results

revealed that more than 70% of the KBFs were retained in a sieve having a pore

size of >3.35 mm (Fig. 1). The average thickness and length of approximately 100

pieces of KBFs taken randomly from each replicate were 0.075±0.005 mm and

31±0.4 mm, respectively. Normally, fibres with high length: thickness ratios are

more preferred for production of wood cement composites because the long fibres

would give a higher aspect ratio, and, hence, provide a larger contact area between

the fibres and cement, thus resulting in a better bonding. Generally, the results of

current study show that the KBFs are thinner and longer than wood fibres [17].

These results correlate with the findings of previous work on kenaf core and bast

fibres which stated that kenaf bast fibres were thinner and longer [17].

Fig. 1. Fibres size distribution of kenaf bast fibres obtained

after cutting process (Fibre cutter Model Ireson Engineering).

3.2. Effect of board density (BD) on the mechanical properties of CBKCBs

The average board density observed in this study was in the range of 1,093-1,435

(kg/m3) while the moisture content (MC) ranged from 10% to 12%. The statistical



analyses were carried out using the corrected values (Table 1). It is clear that

density is significantly affect the strength (MOR and MOE) and dimensional

stability (WA and TS) of the boards. All the values obtained in this study were

adjusted to board densities of 1100, 1300 and 1500 kg/m3 and MC of 12%.

Table 1. Summary of ANOVA of the effect of

board density (BD) on MOR, MOE, IB, WA and TS of the CBKCBs.

Source DF

P value

MOR MOE IB WA2h WA2

4h

TS2

h

TS24

h

Board

density 2

<.0001

***

0.0005

***

<.0001

***

<0.0001

***

0.000

1***

0.06

24*

0.001

0*** *** and * indicates significant difference at p<0.01 and p<0.1, respectively.

The effect of the board density on MOR, MOE, IB, WA and TS of CBKCBs

were found to be significant (P<0.01 and 0.1). Generally, the presence of KBFs

in CBKCBs significantly reduced their MOE and IB, irrespective of the board

density. The best MOR was observed with board density 1100 kg/m3 (Table 2).

Table 2. Effect of board density on the mechanical properties of the CBKCBa.

Cement:

KBF/ratio

board Density

(kg/m3)

Mechanical properties (MPa)b

MOR MOE IB

2:1

1100 6.04a

(0.75)

1918a

(362.9)

0.031a

(0.009)

1300 4.12b

(0.88)

1420b

(275.2)

0.012b

(0.005)

1500 4.84b

(0.77)

1375b

(239.5)

0.012b

(0.008)

MS 934, 1986 >9.0 >3000 >0.5

aValues are average of 10 specimens; ( ) standard deviation. bMeans followed by the same letters (a, b) in each column are not significantly different at

P ≤0.05 according to Least Significant Difference (LSD) method.

The range of board density used in this study (1100-1500 kg/m3) had a little

influence on any of the strength properties, particularly in CBKCBs. The boards

made at a density of 1100 kg/m3, have showed significantly high strength (Fig.

3a). Conversely, stiffness of the boards was found to be significantly reduced by

increasing the board density (Fig. 3b). The IB was also reduced tremendously,

suggesting lack of or very limited bonding (Fig. 3c). Apparently, this lack of

bonding is caused by uneven distribution of fibres in the board creating lumps

which are clearly seen on the surfaces of the boards (Fig. 2). This observation

might be due to the fact that density of the kenaf bast fibres is less than half that

of cement, therefore, increasing the board density will increase the fibre quantity,

thus the heavy cement particles will concentrate into the middle of the board and

surrounded by the fibres on both sides of the board. Furthermore, insufficient



amount of cement required to cover the large quantity of KBF was another main reason

for this poor bonding

On the other hand, the decrease in MOR with increasing density observed in

our results contradicts the fact that MOR increases with density. This could be

attributed to the fact that in our samples with higher density (more fibre), the

fibres are aggregates with different shapes rather than individual fibres and are

not uniformly distributed within the board (Fig. 2). Thus, it is expected that the

measurements taken at regions concentrated with aggregated fibres will lead to

low values of MOR and MOE, Figs. 3(a) and 3(b).

Fig. 2. Schematic observation of distribution of

cement aggregates and KBFs in the CBKCB.

Also, the surface of the CBCKB was observed from two view angles,

namely, through a clean cross cut view of the CBKCB, as shown in Fig. 4.

The surface appearance of the CBKCB, observed from one edge of the board

is shown in Fig. 5. It shows that, generally, the kenaf bast fibres are randomly

distributed within the boards. It has been observed that board density of 1100

kg/m3 shows the best homogeneity of the cement and fibre mixture, however,

some aggregates also exist. On the other hand, there was a clear separation

between the fibre and cement, which is represented by three layers in both

1300 and 1500 kg/m3 densities indicating poor homogeneity. The results of

this work are in accordance with those of the study stated that with increase in

wood volume in the board, the stress concentration around the component

particles are more diffused, thus resulting in an increased applied stress [18].

It was also previously reported that increasing wood content up to 60%

yielded a reduction in the bending strength [19]. Therefore, 1100 kg/m3 was

considered the most suitable.



(a) Modulus of rupture (MOR)

(b) Modulus of elasticity (MOE)

(c) Internal bond (IB) of the CBKCBs

Fig. 3. Effect of board density (BD).

y = 3E-05x2 - 0.089x + 63.927

R² = 1

0

1

2

3

4

5

6

7

1000 1200 1400 1600

Mo

du

lus

of

rup

ture

(M

Pa)

Board density (kg/m3)

y = 0.0057x2 - 16.086x + 12759

R² = 1

0

500

1000

1500

2000

2500

1000 1200 1400 1600

Mo

du

lus

of

elas

tici

ty (

MP

a)

Board density (kg/m3

y = 2E-07x2 - 0.0007x + 0.4685

R² = 1

0

0.005

0.01

0.015

0.02

0.025

0.03

0.035

1000 1200 1400 1600

Inte

rnal

bo

nd

(M

Pa)

Board density (kg/m3



Fig. 4. Diagram of CBKCB showing

area of observation under stereo microscope.

1100 kg/m3

1300 kg/m3

1500 kg/m3

Fig. 5. Cross cut view of CBKCB with different densities.

Fig. 6. Water absorption profiles of 2:1 (cement: KBFs) CBKCBs

with different densities (1) 1100 (2) 1300 and (3) 1500 kg/m3.

0

15

30

45

60

2 4 6 8

10

12

14

16

18

20

22

24

26

30

34

40

46

58

70

82

94

106

Wat

er a

bso

rpti

o (

%)

B density 1 B density 2 b density 3

Time (h)

KBF

Cement



Fig. 7. Thickness swelling profiles of 2:1(cement: KBFs) CBCKBs

with different densities (1100, 1300 and 1500 kg/m3).

3.3. Effect of board density (BD) on the dimensional stability of CBKCBs

Due to the dimensional instability of KBFs, the water absorption (WA) and

thickness swelling (TS) have been investigated for a duration of up to 106 h until

reaching their maximum saturation (Figs. 6 and 7). From Fig. 6 it is obvious that

there was a small increase in WA with increasing the board density, while, the TS

was noticeably increased from 4.86% with board density 1100 kg/m3 to 13.47%

with the board densities of 1300 and 1500 kg/m3 (Fig. 7).

From the figures, it can be clearly seen that after 24 h there was no remarkable

increase in WA and TS; therefore, the maximum time was limited to 24h (Table 3).

Table 3. Effect of board density on the dimensional stability of CBKCBsa.

Cement:

KBFs ratio

board

Density

(kg/m3)

dimensional stabilityb

WA 2h WA 24h TS2h TS24h

2:1

1100 36.98c

(0.62)

40.55b

(0.017)

1.54b

(0.38)

4.38b

(0.23)

1300 39.23b

(1.78)

43.43b

(2.50)

2.28 a

(0.52)

10.53a

(1.25)

1500 49.36a

(0.43)

53.49a

(1.12)

1.93ab

(0.039)

10.69a

(1.67)

MS 934 (1986) na2 na

2 <2.00 <2.00

a Values are average of 10 specimens; ( ) standard deviation.

b Means followed by the same letters in each dimensional stability columns are not

significantly different at p ˂0.05; 2na=not available.

The observed increase in both WA and TS associated with the increase in

board density could be attributed to the large quantity of fibres used. Because of

the hygroscopic property of KBFs, the fibres absorb water through their cell walls

filling up the voids until reaching their saturation. Thus, samples with the greatest

0

2

4

6

8

10

12

14

16

2 4 6 8

10

12

14

16

18

20

22

24

26

30

34

40

46

58

70

82

94

106

Th

ickn

ess

swel

lin

g (

%)

1100 kg/m3 1300 kg/m3 1500 kg/m3

Time (h)



fibre quantities will have the greatest WA and TS. It was reported that hydrogen

bonding can also be formed between water molecules and the free hydroxyl

groups found on the cellulosic cell wall, thus enhancing water diffusion into the

specimen [20]. Moreover, penetration of water by the capillary action also

increases the number of porous tubular structures in the specimen. After

saturation of the cell wall, the water occupies micro void spaces [20]. Similar

effects were also previously noticed and reported by other researchers [21-22].

The WA values observed in this research are in accordance with the previous

findings reported on rattan cement composite [23-25] and other composites based

on agricultural and forestry residues, such as maize, coconut husk, stalk and

coffee husk [26-27].

4. Conclusions

From the findings of this study it could be concluded that the most suitable board

density for CBKCB was found to be 1100 kg/m3as it produces the highest values of

(MOR), stiffness (MOE) and IB. The board density enhances both WA and TS.

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Documents

PHYSICAL-MECHANICAL CHARACTERISTICS OF CEMENT-BONDED …jestec.taylors.edu.my/Vol 12 issue 8 August 2017/12_8_18.pdf · 2017-07-31 · Physical-Mechanical Characteristics of Cement-Bonded